CN219753286U - Precast pile-bearing platform node connection structure - Google Patents

Abstract

The utility model discloses a precast pile-bearing platform node connection structure, and aims to solve the technical problem that the node connection strength of the existing precast pile-bearing platform node connection structure is limited. The pile foundation pile comprises a precast pile with a pile foundation ring groove formed in the corresponding end face, a precast pile cap with a pile cap ring groove formed in the corresponding position, embedded bars which are respectively arranged in the pile foundation ring groove and the pile cap ring groove and respectively correspond to each other vertically and coaxially, buckles which are respectively arranged at the ends of the bars and are used for being clamped with each other, and grouting rings which are clamped outside the ends of the precast pile and are embedded in the pile cap ring groove. The connecting structure has the advantages of high connecting strength, convenience in construction, convenience in operation and implementation and the like.

Description

Precast pile-bearing platform node connection structure

Technical Field

The utility model relates to the technical field of assembled buildings, in particular to a prefabricated pile-bearing platform node connection structure.

Background

Along with the acceleration of the building industrialization process, the prefabricated component industry is mature, and at present, in the underground building engineering, a prefabricated pile is a common prefabricated component. The precast pile is mainly divided into three types of steel piles, steel pipe concrete piles and concrete precast piles, wherein the steel piles and the steel pipe concrete piles are small in application range, and the precast piles widely adopted at the present stage are concrete precast piles. In addition, the use of high-strength concrete is convenient for applying prestressing force to the components, and the crack resistance of the pile body is increased, so that the precast pile is more convenient for hoisting, transportation and construction. Compared with the conventional cast-in-place pile, the prestressed high-strength concrete precast pile has the advantages of excellent mechanical property, higher pile body quality, economy, environmental protection, low unit bearing capacity manufacturing cost, suitability for modern mass production, greatly shortened production period and the like. Similarly, the prefabricated bearing platform has the advantages of high quality and strength, field construction period saving and the like.

In addition, the connection between the precast pile and the precast pile cap is generally in a built-in form, i.e. a precast pile head with a certain length is embedded into the pile cap, and as known by the inventor, a connection method (CN 104695459A) of the precast concrete pile and the pile cap adopts a method of embedding a plurality of corresponding lower thread reinforcements in the precast concrete pile; the upper end of each upper twisted steel is mechanically connected with a sleeve; the method comprises the steps of tapping an upper threaded steel bar arranged in a pile foundation bearing platform and then connecting the upper threaded steel bar to the sleeve, and then pouring ordinary concrete to the pile foundation bearing platform.

However, in the process of implementing the technical solution in the embodiment of the present utility model, the present inventors have found that at least the following technical problems exist in the above technology: when soil layer liquefaction is negligible, the maximum bending moment under the action of earthquake can appear at the pile top of the precast pile, namely the node position of the precast pile and the bearing platform, and the node connecting structure which singly adopts the sleeve to connect the upper thread steel bar and the lower thread steel bar can not bear larger stress, thereby causing deformation dislocation at the node position of the precast pile and the bearing platform.

The information disclosed in this background section is only for enhancement of understanding of the background of the disclosure and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art that is well known to a person skilled in the art.

Disclosure of Invention

In view of at least one of the above technical problems, the present disclosure provides a precast pile-cap node connection structure, which aims to solve the technical problem that the node connection strength of the existing precast pile-cap node connection structure is limited.

According to one aspect of the disclosure, there is provided a precast pile-bearing platform node connection structure, which comprises a precast pile with pile foundation ring grooves on corresponding end surfaces, a precast bearing platform with bearing platform ring grooves on corresponding positions, embedded bars respectively arranged in the pile foundation ring grooves and the bearing platform ring grooves and respectively vertically and coaxially corresponding to each other, buckles respectively arranged at the corresponding steel bar ends and used for being mutually clamped, and grouting rings clamped outside the precast pile ends and embedded in the bearing platform ring grooves;

the buckle comprises a raised head buckle and a tenon buckle which are respectively provided with an end cap for connecting the embedded bars, wherein a plurality of clamping columns are arranged at the end face of the end cap of the raised head buckle in a horn-shaped circumferential array, a plurality of clamping pieces are arranged at the end face of the end cap of the tenon buckle in a circumferential array, and the inner outline of each clamping piece corresponds to the outer outline of each clamping column and is used for fixing the raised head buckle;

the section of the grouting ring is L-shaped, and L-shaped grouting holes are respectively formed in the annular walls on two sides of the grouting ring through symmetrical planes.

In some embodiments of the disclosure, the boss end surface enclosed by the pile foundation ring groove and/or the bearing platform ring groove is lower than the corresponding end surface of the precast pile and/or the precast bearing platform.

In some embodiments of the present disclosure, the end of the embedded bar is provided with a thread, and the buckle is in threaded connection with the embedded bar.

In some embodiments of the present disclosure, a tapered locking post is provided at the center of the tenon buckle, the outer surface of the locking post is a tooth surface, and the inner surface of each clamping post of the protruding head buckle is provided with a clamping tooth corresponding to the tooth surface of the locking post.

In some embodiments of the disclosure, each of the cards is provided with a chamfer at the end edge near the center.

In some embodiments of the present disclosure, the grout ring height is greater than the pile foundation ring groove depth.

In some embodiments of the disclosure, a rubber gasket is arranged on the annular wall where the grouting ring is attached to the end face of the precast pile.

In some embodiments of the present disclosure, the L-shaped grout holes are located at corresponding locations between adjacent snaps.

One or more technical solutions provided in the embodiments of the present utility model at least have any one of the following technical effects or advantages:

1. because the precast pile adopts the connected mode of buckle with the embedded bar between the precast pile cap, avoided current sleeve because the operation space restriction leads to unable rotation in place when connecting, and then lead to the limited technical problem of joint strength between the embedded bar, through the joint of buckle, only need apply certain pressure after counterpoint alright realize firm connection, easy operation and connect reliably.

2. Due to the fact that the grouting ring is arranged, the prefabricated pile and the prefabricated bearing platform can be further compacted through grouting, the connection stress area is increased, the buckle is further limited after the grouting is shaped through the grout, looseness is prevented, and therefore connection reliability and stability between the prefabricated pile and the prefabricated bearing platform are further enhanced.

Drawings

FIG. 1 is a schematic cross-sectional view of a node connection structure of a precast pile and a pile cap according to an embodiment of the present utility model.

Fig. 2 is a schematic structural view of a precast pile according to an embodiment of the present utility model.

FIG. 3 is a schematic view of a prefabricated platform according to an embodiment of the present utility model.

Fig. 4 is a schematic structural view of a cam buckle according to an embodiment of the present utility model.

FIG. 5 is a schematic view of a tenon according to an embodiment of the utility model.

FIG. 6 is a schematic view of a grouting ring according to an embodiment of the utility model.

In the above figures, 1 is a precast pile, 11 is a pile foundation ring groove, 2 is a precast pile cap, 21 is a pile cap ring groove, 3 is an embedded bar, 41 is a raised buckle, 411 is a raised buckle end cap, 412 is a clamping column, 42 is a tenon buckle, 421 is a tenon buckle end cap, 422 is a clamping sheet, 423 is a locking column, 5 is a grouting ring, 51 is a grouting hole, and 52 is a gasket.

Detailed Description

In the description of the present utility model, it should be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", "vertical", "horizontal", "clockwise", "counterclockwise", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present utility model and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present utility model. The terms "connected," "coupled," and "connected," as used herein, unless specifically indicated otherwise, are intended to encompass both direct and indirect connections (couplings).

In order to better understand the technical scheme of the present utility model, the following detailed description will be given with reference to the accompanying drawings and specific embodiments.

The embodiment discloses a precast pile-cushion cap node connection structure, see fig. 1-3, pile foundation annular 11 has been seted up to precast pile 1 end's terminal surface department, the diameter of this pile foundation annular 11 is less than precast pile 1's diameter, and pre-buried reinforcement 3 has been pre-buried in this pile foundation annular 11, see fig. 2, in this embodiment, pre-buried four pre-buried reinforcement 3 in pile foundation annular 11, be equidistant distribution between each pre-buried reinforcement 3, and its fit line is coaxial with pile foundation annular 11, thereby make precast pile atress even when bearing the atress, avoid stress concentration in a certain side, influence whole pile foundation cushion cap structure's stability. Correspondingly, a bearing platform ring groove 21 is formed at the joint of the prefabricated bearing platform 2 and the prefabricated pile 1, and the outer contour of the bearing platform ring groove 21 is larger than the outer edge of the prefabricated pile 1, so that the end of the prefabricated pile 1 can partially penetrate into the prefabricated bearing platform 2 to stabilize the connection between the two; in addition, a plurality of embedded bars 3 corresponding to the steel bars in the pile foundation ring groove 11 are arranged in the bearing platform ring groove 21, in this embodiment, referring to fig. 3, four embedded bars 3 are arranged in a middle-distance circumferential array in the bearing platform ring groove 21, and fitting circles among the embedded bars are concentric with the pile foundation ring groove 11 and are coaxial with the fitting circles among the embedded bars in the pile foundation ring groove 11, so that the embedded bars 3 at the connecting node of the precast pile 1 and the precast pile platform 2 are vertically corresponding one by one, and the connecting strength of the node is enhanced after the node is connected.

In order to solve the problem that when the sleeve is adopted to connect the embedded bars in the prior art, the sleeve is limited by the operation space, so that the sleeve is not screwed in place, and the connection strength between the precast pile and the precast pile cap is further reduced, in the embodiment, referring to fig. 1, the embedded bars 3 between the precast pile 1 and the precast pile cap 2 are connected by adopting a buckle. The specific buckle comprises a raised head buckle 41 and a tenon buckle 42, referring to fig. 4, the raised head buckle 41 comprises an end cap 411 and a clamping column 412, wherein the end cap 411 is of a cylindrical structure with the diameter larger than that of the embedded steel bar 3, and one end of the end cap is provided with a cylindrical cavity matched with the diameter of the embedded steel bar 3 and is used for being sleeved at the end head of the embedded steel bar 3 to realize connection and fixation between the buckle and the embedded steel bar; in this example, in order to achieve reliable connection between the fastener and the embedded steel bar, an external thread is machined at the end of the embedded steel bar 3, and an internal thread matched with the external thread of the embedded steel bar 3 is machined at the inner wall of the cylindrical cavity at the end side of the end cap 411, so that the raised head fastener 41 is in threaded connection with the embedded steel bar 3 through the threaded structure of the end cap, and in other embodiments, a welded fixing manner is adopted between the fastener and the embedded steel bar 3. In the embodiment, referring to fig. 4, the diameter of a fitting circle formed by the edge of the joint between each clamping column 412 and the end cap is smaller than the diameter of a circle formed by the edge line of the other end of each clamping column 412, so as to form a horn-shaped structure, and each clamping column 412 can bend and deform along the central axis.

On the other hand, referring to fig. 5, the tenon buckle 42 includes a tenon buckle end cap 421 and a card 422, wherein the diameter of the tenon buckle end cap 421 is larger than that of the embedded steel bar 3, and a cavity matched with the profile of the end of the embedded steel bar is formed in the tenon buckle end cap 421 and is used for being sleeved at the end of the embedded steel bar 3 to realize connection and fixation between the embedded steel bar 3 and the tenon buckle 42, in the embodiment, external threads are formed at the corresponding end of the embedded steel bar 3, and internal threads matched with the external threads are formed on the inner wall of the cavity of the tenon buckle end cap 421, so that threaded connection between the tenon buckle 42 and the embedded steel bar is realized; the other end face of the tenon buckle end cap 421 is circumferentially provided with a plurality of clamping pieces 422 in an array, the inner outline of each clamping piece 422 corresponds to the outer outline of each clamping post 412, the clamping pieces can be wrapped outside the corresponding clamping posts 412 to realize the fixation of the tenon buckle 41, and in order to smoothly clamp each clamping post 412 of the tenon buckle 41 into the space range wrapped by the tenon buckle clamping pieces 422, as shown in fig. 5, the end edge of each clamping piece of the tenon buckle 42, which is close to the central shaft, is provided with a chamfer, thereby playing a guiding role on the tenon buckle 41 through the chamfer to smoothly slide into the tenon buckle 42, specifically as shown in fig. 1, when the tenon buckle 41 and the tenon buckle 42 are coaxially opposite, the tenon buckle 41 is pressed down under the force, each clamping piece 422 extends and deforms along the outward direction of the central shaft under the guiding of the chamfer of the tenon buckle 42, and each clamping post of the tenon buckle 41 contracts and deforms along the inward direction of the central shaft, so that each clamping piece 41 is clamped in the tenon buckle 42, the inner outline of each clamping piece 422 is attached to the outer outline of each clamping post 412, and the clamping piece 412 is clamped by the clamping piece 412, so that the clamping effect of the clamping pieces is realized.

However, in view of the concentrated stress at the node during the earthquake, referring to fig. 5, a tapered locking post 423 is fixedly disposed at the center of the end cap 421 of the tenon buckle in order to prevent the tenon buckle 41 from sliding off from the tenon buckle 42, the outer contour of the locking post 423 matches with the inner contour of each clamping post 412 of the tenon buckle 41, the outer surface of the locking post 423 is a tooth surface, and the inner surface of each clamping post 412 of the tenon buckle 41 is provided with a clamping tooth corresponding to the tooth surface of the locking post, so that after the tenon buckle is pressed into the tenon buckle by the cooperation of the tooth surface and the clamping tooth, the clamping posts are prevented from sliding out from the cards by the limiting action of the locking post 423 and the clamping tooth piece of the inner contour of the clamping post, thereby improving the reliability of the connection between the buckles.

In addition, the tenon buckle 42 and the protruding buckle 41 are correspondingly arranged at the ends of the embedded bars 3 which are vertically and coaxially distributed, in this embodiment, the tenon buckle 42 is fixed at the end of the embedded bar at the ring groove of the pile foundation, the protruding buckles 41 are fixed at the end of the embedded bar at the ring groove of the bearing platform, and the two protruding buckles are opposite to each other to realize clamping fixation. In other embodiments, the tenon buckle 42 and the raised buckle 41 are alternately arranged at the end of the embedded bar at the ring groove of the pile foundation in sequence, and the tenon buckle 42 and the raised buckle 41 are correspondingly alternately arranged at the end of the embedded bar at the ring groove of the bearing platform, so that the joint connection can be better adapted to the stress in the vertical direction, and the reliability of the connection is improved. And the limit of the operation space is avoided, and the connection and fixation between the embedded bars can be realized only by applying force and compressing.

Considering that the strength of the fastener connection stress between the embedded bars is limited, the node connection reliability is enhanced, and the node shock resistance is improved, in this example, referring to fig. 1, a grouting ring 5 is arranged at the node for grouting and reinforcing the precast pile and the precast pile cap, and the connection strength between the precast pile and the precast pile cap is enhanced. Specifically, referring to fig. 1 and 6, the section of the grouting ring 5 is in an L-shaped structure, the inner side of the grouting ring is clamped outside the end of the precast pile 1, the outer side of the grouting ring is embedded in the bearing platform ring groove 21, a certain gap is formed between the precast pile and the precast pile through a certain thickness of the grouting ring 5, thereby the connection strength of the precast pile and the precast pile is enhanced through grouting compaction in the gap, in addition, the two sides of the ring body are respectively provided with an L-shaped grouting hole 51 through the symmetry plane of the grouting ring 5, and grouting compaction of the gap between the precast pile and the precast pile is realized through the grouting holes; in order to increase the grouting area of the grout, the connection strength between the precast pile and the precast pile cap is improved as much as possible, in the embodiment, the end face of the central boss surrounded by the pile foundation ring groove and the pile cap ring groove is lower than the end faces of the precast pile and the precast pile cap, so that a gap with a certain height is formed between the two central bosses, the grout can be filled in the area, the connection of the central area is enhanced, and the connection strength between the precast pile and the precast pile cap is improved. In other embodiments, the end surface of the central boss surrounded by the pile foundation ring groove or the bearing platform ring groove is lower than the end surface of the precast pile or the precast bearing platform, so that a gap can exist between the central bosses to realize grouting of the area.

In addition, in order to avoid slurry seepage and ensure tight connection between the grouting ring 5 and the precast pile, in this embodiment, referring to fig. 6, a rubber gasket 52 is disposed at the annular wall where the grouting ring 5 and the precast pile end face are attached, and the gap between the grouting ring 5 and the precast pile 1 is plugged by elastic deformation of the gasket, so as to avoid slurry leakage. In order to facilitate grouting, in this example, on one hand, the height of the grouting ring 5 is greater than the depth of the pile foundation ring groove, so that the corresponding end side of the grouting ring 5 extends out of the end face of the prefabricated bearing platform, and the position of the grouting hole 51 is conveniently observed during grouting operation, so that connection and conduction of grouting equipment are facilitated; on the other hand, the position of the L-shaped grouting hole 51 is adjusted between adjacent buckles, so that the influence of the buckle on the grouting speed caused when the grouting hole is opposite to the buckle is avoided. In addition, through the setting of both sides grout hole 51, when the gap lets in thick liquid between precast pile and prefabricated cushion cap by one side grout hole 51, the gas discharge can be realized to opposite side grout hole 51, and after the slip casting is closely knit, overflows unnecessary thick liquid by this side grout hole, and then judges from this whether the slip casting is accomplished. Therefore, through the buckle connection and grouting operation, the connection strength of the precast pile and the precast pile cap node can be effectively improved, and the shock resistance is improved.

While certain preferred embodiments of the present utility model have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. It is therefore intended that the following claims be interpreted as including the preferred embodiments and all such alterations and modifications as fall within the scope of the utility model.

It will be apparent to those skilled in the art that various modifications and variations can be made to the present utility model without departing from the spirit or scope of the utility model. Thus, it is intended that the present utility model also include modifications and variations provided they come within the scope of the appended claims and their equivalents.

Claims (8)

1. The precast pile-bearing platform node connection structure is characterized by comprising precast piles, precast bearing platforms, embedded steel bars, buckles and grouting rings, wherein pile foundation ring grooves are formed in corresponding end faces of the precast piles, the precast bearing platforms are provided with bearing platform ring grooves at corresponding positions, the embedded steel bars are respectively arranged in the pile foundation ring grooves and the bearing platform ring grooves and respectively vertically and coaxially correspond to each other, the buckles are respectively arranged at the end heads of the steel bars vertically correspond to each other and are used for being mutually clamped, and the grouting rings are clamped outside the end heads of the precast piles and are embedded in the bearing platform ring grooves;

the buckle comprises a raised head buckle and a tenon buckle which are respectively provided with an end cap for connecting the embedded bars, wherein a plurality of clamping columns are arranged at the end face of the end cap of the raised head buckle in a horn-shaped circumferential array, a plurality of clamping pieces are arranged at the end face of the end cap of the tenon buckle in a circumferential array, and the inner outline of each clamping piece corresponds to the outer outline of each clamping column and is used for fixing the raised head buckle;

the section of the grouting ring is L-shaped, and L-shaped grouting holes are respectively formed in the annular walls on two sides of the grouting ring through symmetrical planes.

2. A precast pile-cap node connection structure according to claim 1, wherein the boss end surface enclosed by the pile foundation ring groove and/or the cap ring groove center is lower than the corresponding end surface of the precast pile and/or the precast cap.

3. A precast pile-cap node connection structure according to claim 1, wherein the end of the embedded bar is provided with threads, and the fastener is in threaded connection with the embedded bar.

4. A precast pile-cap node connection structure according to claim 1, wherein a tapered locking column is provided at the center of the tenon buckle, the outer surface of the locking column is a tooth surface, and clamping teeth corresponding to the tooth surface of the locking column are provided on the inner surface of each clamping column of the protruding buckle.

5. A precast pile-cap node connection structure according to claim 1, wherein a chamfer is provided at the end edge of each card near the centre.

6. A precast pile-cap node connection structure according to claim 1, wherein the grouting ring height is greater than the pile foundation ring groove depth.

7. A precast pile-cap node connection structure according to claim 1, wherein a rubber gasket is provided on a circumferential wall of the grouting ring which is attached to the precast pile end face.

8. A precast pile-cap node connection structure as defined in claim 1, wherein the L-shaped grouting holes are located at corresponding positions between adjacent buckles.